2010
DOI: 10.1139/t09-092
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Thrust and bending moment of rigid piles subjected to moving soil

Abstract: An experimental apparatus was developed to investigate the behaviour of vertically loaded free-head piles in sand undergoing lateral soil movement (wf). A large number of tests have been conducted to date. Presented here are 14 typical model pile tests concerning two diameters, two vertical pile loading levels, and varying sliding depths with the movement wf driven by a triangular loading block. Results are provided for driving force as well as for induced shear force (T), bending moment (M), and deflection ( … Show more

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Cited by 57 publications
(55 citation statements)
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“…x The ratio Į (= M max /S max ) is 0.14 ~ 0.25 from all the FLAC 3D models. This range of values are consistent with 0.13 ~ 0.28 obtained theoretically and experimentally by Guo and Qin (2010), regardless of magnitudes of soil movements.…”
Section: Effect Of L M /L S Ratiosupporting
confidence: 92%
“…x The ratio Į (= M max /S max ) is 0.14 ~ 0.25 from all the FLAC 3D models. This range of values are consistent with 0.13 ~ 0.28 obtained theoretically and experimentally by Guo and Qin (2010), regardless of magnitudes of soil movements.…”
Section: Effect Of L M /L S Ratiosupporting
confidence: 92%
“…They were conducted to a final sliding depth l m of 125, 200, 250, 300, and 350 151 mm, respectively for a pile embedment l of 700 mm (Guo and Qin 2010). Each test provides 152 readings of ten pairs of strain gauges (along the pile length), two LVDTs (for displacements at pile-153 head level, and pile rotation), and the force on the lateral jack under each frame movement.…”
Section: Model Tests On Passive Pilesmentioning
confidence: 99%
“…The model sand 146 samples are predominantly sheared under an overburden stress of 3.25~6.5 kPa (at l m = 200~400 147 4 mm). The lateral shear force (measured in the loading jack) increased by about 10% for each 148 additional test pile (Guo and Qin 2010). 149…”
mentioning
confidence: 99%
“…It is thus used here to model passive piles in stable layer. The values of the parameters A Li , n i and G si for active piles (see Table 1) are generally valid for passive piles (Guo and Ghee 2004;Guo and Qin 2010), but for (1) a much lower p ui on piles adjacent to excavation (Leung et al 2000;; and (2) An increased critical length of 1.2L c1 +x p1 in the sliding layer (in which L c1 = the critical length of an active pile in sliding layer), owing to dragging eccentricity e o2 . The thrust H is determined next.…”
mentioning
confidence: 95%